三峡大学洪水调节课程设计

1、土木水电学院洪水调节课程设计姓名：*学号：*指导老师：*班级：洪水调节课程设计1班目录一、设计说明2二、计算过程2(一)设计洪水的计算2(二)校核洪水的计算8三、调洪计算结果及分析15(一)调洪计算成果表15(二)成果分析及结论15四、参考文献15洪水调节课程设计一、设计说明由洪水调节课程设计任务书中提供的材料可知，该水利枢纽工程工程等别为，工程规模为中型，故采用100年一遇(1%)洪水进行设计，1000年一遇(0.1%)洪水进行校核。防洪限制水位为Z0=524.04m。二、计算过程根据高程库容关系表(表一)绘出水利枢纽ZV关系曲线(图一)如下。表一：高程(m)4504604704804905

2、00505库容(104m)018113.5359.3837.21573.62043.2高程(m)510515520525530530540库容(104m)2583.33201.33895.74683.85593.966707842.6(一)设计洪水的计算A、试算法1、计算并绘制q-V曲线根据堰顶溢流公式：(1)其中b=8m，e=0.92，m=0.48，g=9.81，H0=Z-519，在设计洪水下n=2。将Z=519，540中的每个整数带入公式计算出所对应的q值，填入表二如下。表二：Z(m)519520521522523524525526527528529q(m/s)031.388.52162.

3、62250.37349.91459.97579.62708.16845.01989.69Z(m)530531532533534535536537538539540q(m/s)1141.791300.981466.941639.421818.172002.992193.672390.052591.962799.263011.81由表二中的数据可绘制水库q=f(Z)曲线如图二。由图二和图一可绘制水库q=f(V)关系曲线如图三。2、调洪计算求qt过程和Zt过程由起调水位Z限=524.04m可从图二中查得需要调节的起始流量为q0=354.12m/s，因在前两小时内q均小于q0，故q=Q。从第三小时开始

4、调洪，取t=1h=3600s。根据水量平衡方程(2)结合水库q=f(V)关系曲线逐时段对设计洪水进行试算，计算结果如表三所示。表三：水库设计洪水(1%)调洪计算表时间入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水容量水库水位t(h)Q(m/s)Q均(m/s)Q均t(万m)q(m/s)q均(m/s)q均t(万m)V(万m)V(万m)Z(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)03535.004652.28524.80115.5041.58115.5041.580.001196196.004652.28524.80360.

5、00129.60321.79115.8413.762524447.574666.04524.89625.50225.18468.31168.5956.593727489.064722.62525.21973.50350.46546.62196.78153.6841220604.194876.30526.061305.00469.80687.46247.49222.3151390770.745098.62527.281340.00482.40838.38301.82180.5861290906.035279.20528.271240.00446.40945.71340.45105.9571190

6、985.395385.14528.851021.50367.74989.69356.2911.458853993.985396.60528.92750.00270.00964.99347.39-77.399647935.995319.20528.49565.00203.40891.91321.09-117.6910483847.835201.51527.84460.00165.60801.74288.63-123.0311437755.665078.49527.17417.50150.30715.48257.57-107.2712398675.304971.22526.58373.00134.

7、28639.37230.17-95.8913348603.454875.32526.05321.00115.56569.89205.16-89.6014294536.334785.72525.56288.50103.86506.88182.48-78.6215283477.444707.11525.13273.0098.28397.76143.19-44.9116263318.084662.19524.86254.0091.44281.54101.35-9.9117245245.004652.28524.80234.5084.42234.5084.420.0018224224.004652.2

8、8524.80214.0077.04214.0077.040.0019204204.004652.28524.80193.5069.66193.5069.660.0020183183.004652.28524.80177.0063.72177.0063.720.0021171171.004652.28524.80162.5058.50162.5058.500.0022154154.004652.28524.80149.0053.64149.0053.640.0023144144.004652.28524.80139.5050.22139.5050.220.0024135135.004652.2

9、8524.80在表三中， t=17h后水库水位将小于防洪限制水位524.8m，所以不须再进行调洪，只须操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表三中第(1)、(2)、(5)三栏的数据绘制成Qt，qt关系曲线，如图四所示。然后利用表三中(1)、(10)两栏数据绘成Zt关系曲线，如图五所示。查图四与图五可知，最大下泄流量qm发生在t=7.6h时刻，正好是qt曲线与Qt曲线的交点，即为所求，qm=995m/s， Zm=528.92m。B、半图解法1、计算并绘制单辅助线计算中V取溢洪道堰顶以上库容，计算时段取t=1h。计算过程见表四。表四：水库设计洪水q=f()单辅助曲线计算表(P

10、=1%)水库水位Z总库容V总堰顶以上库容VV/tqq/2(万m)(万m)(万m)(m/s)(m/s)(m/s)(m/s)(1)(2)(3)(4)(5)(6)(7)5193756.82 0.00 0.00 0.00 0.00 0.00 5203895.70 138.88 385.78 31.30 15.65 401.43 5214053.32 296.50 823.61 88.52 44.26 867.87 5224210.94 454.12 1261.44 162.62 81.31 1342.76 5234368.56 611.74 1699.28 250.37 125.19 1824.46

11、5244526.18 769.36 2137.11 349.91 174.95 2312.06 5254683.80 926.98 2574.94 459.97 229.98 2804.93 5264865.82 1109.00 3080.56 579.62 289.81 3370.37 5275047.84 1291.02 3586.17 708.16 354.08 3940.25 5285229.86 1473.04 4091.78 845.01 422.51 4514.28 5295411.88 1655.06 4597.39 989.69 494.84 5092.23 5305593.

12、90 1837.08 5103.00 1141.79 570.90 5673.90 5315809.12 2052.30 5700.83 1300.98 650.49 6351.32 5326024.34 2267.52 6298.67 1466.94 733.47 7032.14 5336239.56 2482.74 6896.50 1639.42 819.71 7716.21 5346454.78 2697.96 7494.33 1818.17 909.09 8403.42 5356670.00 2913.18 8092.17 2002.99 1001.49 9093.66 5366904

13、.52 3147.70 8743.61 2193.67 1096.84 9840.45 5377139.04 3382.22 9395.06 2390.05 1195.03 10590.08 5387373.56 3616.74 10046.50 2591.96 1295.98 11342.48 5397608.08 3851.26 10697.94 2799.26 1399.63 12097.58 5407842.60 4085.78 11349.39 3011.81 1505.90 12855.29 利用表四中第(5)、(7)两栏相应的数据绘制成单辅助线如图六所示。2、调洪计算求qt过程和

14、Zt过程调洪的起始条件与试算法相同，计算过程见表五。表五：某水库半图解法调洪计算表(P=1%)时间t入库流量Q时段平均入库流量qZ(h)(m/s)(m/s)(m/s)(m/s)m(1)(2)(3)(4)(5)(6)035431.5935.00524.80115.501196431.59196.00524.80360.0025242750.00447.57524.89625.5037272927.93486.00525.19973.50412203415.43588.00525.941305.00513904132.43754.00527.161340.00612904718.43896.005

15、28.201240.00711905062.43986.00528.861021.5088535097.93992.00528.90750.0096474855.93930.00528.45565.00104834490.93841.00527.79460.00114374109.93748.00527.11417.50123983779.43673.00526.56373.00133483479.43604.00526.06321.00142943196.43544.00525.62288.50152832940.93487.00525.20273.00162632726.93442.005

16、24.87254.0017245245.00524.80234.5018224224.00524.80214.0019204204.00524.80193.5020183183.00524.80177.0021171171.00524.80162.5022154154.00524.80149.0023144144.00524.80139.5024135135.00524.80在表五中，t=17h后库水位将于洪限制水位524.8m，所以不需再进行调洪，只需操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表五中第(1)、(2)、(5)三栏相应的数据绘制成Qt，qt关系曲线，如图七所示。

17、然后利用第(1)、(6)栏相应的数据绘制成Zt关系曲线，如图八所示。查图七与图八可知，最大下泄流量qm发生在t=7.6h时刻，正好是qt曲线与Qt曲线的交即为所求。Qm=993m/s，Zm=528.91m。(二)校核洪水的计算A、试算法1、计算并绘制q-V曲线根据堰顶溢流公式：(1)其中b=8m，=0.92，m=0.48，g=9.81，H0=Z-519，在校核洪水下n=3。将Z=519，540中的每个整数带入公式计算出所对应的q值，填入表六如下。表六：Z(m)519520521522523524525526527528529q(m/s)046.95132.78243.93375.56524.8

18、6689.95869.431062.251267.521484.53Z(m)530531532533534535536537538539540q(m/s)1712.691951.472200.422459.132727.263004.483290.513585.083887.954198.894517.71由表六中的数据可绘制水库q=f(Z)曲线如图九。由图九和图一可绘制水库q=f(V)关系曲线如图十。2、调洪计算求qt过程和Zt过程由起调水位Z限=524.8m可从图九中查得需要调节的起始流量为q0=655.74m/s，因在前两小时内q均小于q0，故q=Q。从第三小时开始调洪，取t=1h=36

19、00s。根据水量平衡方程(2)结合水库q=f(V)关系曲线逐时段对校核洪水进行试算，计算结果如表七所示。表七：水库校核洪水(0.1%)调洪计算表时间入库洪水流量时段平均入库流量时段入库水量下泄流量时段平均下泄流量时段下泄水量时段水量变化水库存水容量水库水位tQtqtVVZ(h)(m/s)(m/s)(万m)(m/s)(m/s)(万m)(万m)(万m)(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)05050.004652.28524.80173.0062.28173.0062.280.001296296.004652.28524.80488.00175.68477.41171

20、.873.812680658.814656.09524.85990.00356.40714.54257.2399.1731300770.264755.26525.391650.00594.00918.27330.58263.42420001066.285018.68526.842150.00774.001248.61449.50324.50523001430.945343.18528.622200.00792.001560.33561.72230.28621001689.725573.46529.891925.00693.001730.89623.1269.88717501772.055643

21、.34530.231465.00527.401718.81618.77-91.37811801665.575551.97529.771037.50373.501559.90561.57-188.0798951454.235363.91528.74856.00308.161353.58487.29-179935184.78527.75763.00274.681170.50421.38-146.70117091088.085038.08526.95657.50236.701015.63365.63-128.9312606943.194909.15526.24577.502

22、07.90881.66317.40-109.5013549820.144799.65525.64513.00184.68768.46276.65-91.9714477716.794707.68525.13458.50165.06595.40214.34-49.2815440474.004658.40524.80427.00153.72444.00159.84-6.1216414414.004652.28524.80399.50143.82399.50143.820.0017385385.004652.28524.80368.00132.48368.00132.480.0018351351.00

23、4652.28524.80335.50120.78335.50120.780.0019320320.004652.28524.80303.00109.08303.00109.080.0020286286.004652.28524.80271.5097.74271.5097.740.0021257257.004652.28524.80248.5089.46248.5089.460.0022240240.004652.28524.80233.0083.88233.0083.880.0023226226.004652.28524.80219.0078.84219.0078.840.002421221

24、2.004652.28524.80在表七中，t=16h后水库水位将小于防洪限制水位524.8m，所以不需再进行调洪，只需操作闸门将库水位控制在防洪限制水位即可。3、绘制调洪曲线利用表三中第(1)、(2)、(5)三栏的数据绘制成Qt，qt关系曲线，如图十一所示。然后利用表三中(1)、(10)两栏的数据绘制成Zt关系曲线，如图十二所示。查图十一与图十二可知，最大下泄流量qm发生在t=6.8h时刻，正好是qt曲线与Qt曲线的交点，即为所求。qm=1772m/s，Zm=530.23m。B、半图解法1、计算并绘制单辅助线计算中V取溢洪道堰顶以上库容，计算时段取t=1h。计算过程见表八。表八：某水库q=f

25、()辅助曲线计算表(P=0.1%)水库水位Z总库容V总堰顶以上库容Vq(万m)(万m)(万m)(m/s)(m/s)(m/s)(m/s)(1)(2)(3)(4)(5)(6)(7)5193756.82 0.00 0.00 0.00 0.00 0.00 5203895.70 138.88 385.78 46.95 23.47 409.25 5214053.32 296.50 823.61 132.78 66.39 890.00 5224210.94 454.12 1261.44 243.93 121.97 1383.41 5234368.56 611.74 1699.28 375.56 187.78

26、 1887.06 5244526.18 769.36 2137.11 524.86 262.43 2399.54 5254683.80 926.98 2574.94 689.95 344.97 2919.92 5264865.82 1109.00 3080.56 869.43 434.72 3515.27 5275047.84 1291.02 3586.17 1062.25 531.12 4117.29 5285229.86 1473.04 4091.78 1267.52 633.76 4725.54 5295411.88 1655.06 4597.39 1484.53 742.27 5339

27、.66 5305593.90 1837.08 5103.00 1712.69 856.35 5959.35 5315809.12 2052.30 5700.83 1951.47 975.73 6676.57 5326024.34 2267.52 6298.67 2200.42 1100.21 7398.87 5336239.56 2482.74 6896.50 2459.13 1229.57 8126.07 5346454.78 2697.96 7494.33 2727.26 1363.63 8857.96 5356670.00 2913.18 8092.17 3004.48 1502.24

28、9594.41 5366904.52 3147.70 8743.61 3290.51 1645.25 10388.87 5377139.04 3382.22 9395.06 3585.08 1792.54 11187.59 5387373.56 3616.74 10046.50 3887.95 1943.97 11990.47 5397608.08 3851.26 10697.94 4198.89 2099.45 12797.39 5407842.60 4085.78 11349.39 4517.71 2258.86 13608.25 利用表中第(5)、(7)两栏相应的数据绘制成单辅助线如图十

29、三所示。2、调洪计算求qt过程和Zt过程调洪的起始条件与试算法相同，计算过程见表九。表九：水库半图解法调洪计算表(P=0.1%)时间t入库流量Q时段平均入库流量qZ(h)(m/s)(m/s)(m/s)(m/s)m(1)(2)(3)(4)(5)(6)05050.00524.80173.001296296.00524.80488.0026802825.00658.81524.81990.00313003156.19762.00525.351650.00420004044.191042.00526.722150.00523005152.191418.00528.562200.00621005934.191704.00529.961925.00717506155.191776.00530.251465.00811805844.191663.00529.761037.5098955218.691442.00528.68856.00108174632.691236.00527.67763.00